Steel grid wall structure provided with energy consumption component

Abstract

The invention is suitable for the field of structural walls, and provides a steel grid wall structure provided with an energy dissipation component, which comprises edge frame columns, edge frame beams, grid components, lug plates and low-elasticity high-damping components, the edge frame columns and the edge frame beams are connected to form a frame, the lug plates are arranged on the inner sides of the edge frame columns and the edge frame beams, and the low-elasticity high-damping components are arranged on the inner sides of the edge frame columns and the edge frame beams. And the low-elasticity high-damping component is used for connecting the grid component and is arranged on the grid component. During use, the low-elasticity high-damping component is arranged in the grid component, compared with a traditional steel grid wall structure system, the steel grid wall structure system has the advantages of being clear in damage mode, concentrated in energy consumption and efficient, and effective control over a structural plasticity development area can be achieved.

Description

A steel grid wall structure with energy-dissipating components Technical Field

[0001] This invention belongs to the field of structural walls, and specifically relates to a steel grid wall structure with energy-dissipating components. Background Technology

[0002] Steel structures inherently possess excellent ductility and energy dissipation capabilities. Through proper design, steel grid walls can achieve "no damage in minor earthquakes, repairable in moderate earthquakes, and no collapse in major earthquakes," further progressing towards "rapid recovery of usability after earthquakes." Their components are highly standardized, facilitating post-earthquake damage identification and modular replacement, significantly enhancing building resilience. The steel's recyclability exceeds 90%, and combined with industrialized construction, it greatly reduces on-site wet work and construction waste. Combined with computational design technology, material usage can be optimized and carbon emission pathways predicted during the design phase, achieving carbon control at the design source. The steel grid wall system is deeply integrated with prefabricated buildings and intelligent construction, promoting the realization of carbon reduction goals throughout the building's life cycle. The grid walls can be flexibly arranged in the building's core or perimeter, with clear force transmission paths, avoiding the rigid constraints of traditional shear walls on spatial layout, providing greater flexibility for interior spaces, and suitable for various scenarios such as offices, residences, and cultural venues.

[0003] However, traditional steel mesh wall structures face the following technical challenges when dealing with extreme loads such as rare earthquakes or when used to improve the seismic performance of existing building structures: existing designs have fundamental deficiencies in terms of structural damage mode control and energy dissipation mechanisms. Traditional steel mesh wall structures are typically constructed by welding or bolting members of a single material (such as ordinary steel or high-strength steel). Under seismic loading, the plastic development of the structure depends on the yielding of the members themselves, resulting in highly random and unpredictable damage locations. This often leads to unexpected failure of critical load-bearing members or nodes, causing severe overall structural damage and large residual deformation. This not only makes repair difficult and costly but also hinders the goal of rapid post-earthquake recovery and reuse.

[0004] In terms of technological approaches to improving structural energy dissipation capacity, existing solutions often exhibit poor synergy with the main structure or face challenges in terms of economy and durability. Currently, common improvement approaches fall into two main categories: one is to add independent metal or viscous dampers to the structure; however, the stiffness matching and connection node design of such devices with the grid wall are complex, prone to stress concentration, and occupy building space, making maintenance inconvenient. The other approach involves using smart materials such as shape memory alloys to fabricate some energy-dissipating components. While this can improve self-healing capabilities, its cost is extremely high, the processing technology is complex, and its long-term performance and fire resistance remain to be verified, making large-scale application in ordinary engineering projects difficult.

[0005] In terms of urban renewal, when existing building structures face performance upgrades due to their long service life, traditional lateral force resisting systems have obvious shortcomings: such as large component cross-sectional dimensions, which are inconvenient for construction, and the inability to use large construction equipment, which poses certain construction safety hazards. Therefore, there is an urgent need to develop a new type of lateral force resisting system with lightweight components and standardized components. Summary of the Invention

[0006] The purpose of this invention is to address the shortcomings of existing technologies by providing a steel grid wall structure with energy-dissipating components. When in use, this device, by placing low-elasticity, high-damping components inside the grid members, has the advantages of clear damage modes, concentrated and efficient energy consumption compared to traditional steel grid wall structures. It can effectively control the plastic development area of ​​the structure, thereby solving the problems mentioned in the background art.

[0007] To address the aforementioned problems, this invention provides a steel grid wall structure with energy-dissipating components, comprising edge frame columns, edge frame beams, grid members, ear plates, and low-elasticity, high-damping components. The edge frame columns and edge frame beams are connected to form a frame. The ear plates are disposed on the inner side of the edge frame columns and edge frame beams for connecting the grid members. The low-elasticity, high-damping components are disposed on the grid members.

[0008] Furthermore, the mesh component includes a first mesh component and a second mesh component, and the low-elasticity, high-damping component is mounted on the second mesh component.

[0009] Furthermore, the first mesh member and the second mesh member are alternately connected on both sides of the ear plate in the thickness direction.

[0010] Furthermore, the grid component can be selected as a rigid structure or a flexible structure.

[0011] Furthermore, the low-elasticity, high-damping component is welded to or detachably connected to the mesh component.

[0012] Furthermore, the position of the low-elasticity, high-damping component can be selected to be arranged in the middle, at both ends, or at one end of the grid component.

[0013] Furthermore, the low-elasticity, high-damping component is one or more of a disc spring component, a rubber product, and a damper.

[0014] Compared with the prior art, the present invention has the following advantages: First, by setting low-elasticity, high-damping components inside the grid members, compared with the traditional steel grid wall structure system, it has the advantages of clear damage mode, concentrated energy consumption and high efficiency, and can effectively control the plastic development area of ​​the structure.

[0015] Secondly, through the collaborative working mechanism of low-elasticity, high-damping components and the main grid, the overall hysteretic energy dissipation capacity and deformation recovery performance of the structure are significantly improved, enhancing the lateral stiffness of the structure under wind or minor earthquakes; under moderate or major earthquakes, it plays an energy dissipation role, greatly improving the safety, reliability and seismic toughness of the building structure, and achieving the vibration reduction effect.

[0016] Thirdly, by adopting standardized, modular low-elasticity, high-damping components and prefabricated connection nodes, it offers advantages such as convenient construction, high precision, and minimal on-site work. When components are damaged under extreme loads or age over time, their independent replaceability makes maintenance safe, fast, and economical, greatly ensuring the long-term performance and functionality of the building structure and reducing the total life-cycle maintenance cost.

[0017] Fourth, the combined application of low-elasticity, high-damping components and prefabricated connection nodes is a core breakthrough in the transformation of steel grid wall systems from passive seismic resistance to active resilience. Traditional seismic design relies on the plastic deformation of the structure itself to dissipate energy, while low-elasticity, high-damping components can efficiently absorb seismic energy in the elastic stage through the intrinsic damping characteristics of the material, preventing the main structure from entering a state of plastic damage. Its standardized design follows the principle of modular adaptation, with component dimensions and damping parameters precisely matched with the grid units of the steel grid wall. Prefabricated nodes such as bolts and pins enable plug-and-play installation, completely solving the industry's technical difficulties of mismatch between the stiffness of traditional dampers and the main structure, and stress concentration at connection nodes. Attached Figure Description

[0018] Figure 1 is a structural layout diagram of the steel grid wall of the present invention.

[0019] Figure 2 is a side sectional view of the present invention.

[0020] Figure 3 is a schematic diagram of the first mesh component of the present invention.

[0021] Figure 4 is a schematic diagram of the mesh component for setting the butterfly spring component according to the present invention.

[0022] Figure 5 is a schematic diagram of the mesh component for setting rubber products according to the present invention.

[0023] Figure 6 is a schematic diagram of the grid component with damper of the present invention.

[0024] Explanation of reference numerals in the attached drawings: 1. Edge frame column; 2. Edge frame beam; 3. First grid member; 4. Ear plate; 41. Connector; 5. Second grid member; 51. Spring component; 52. Rubber product; 53. Damper. Detailed Implementation

[0025] Unless otherwise defined, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this application belongs; the terminology used herein in the specification of the application is for the purpose of describing particular embodiments only and is not intended to be limiting of the application; the terms "comprising" and "having," and any variations thereof, in the specification, claims, and foregoing drawings of this application are intended to cover non-exclusive inclusion. The terms "first," "second," etc., in the specification, claims, or foregoing drawings of this application are used to distinguish different objects, not to describe a particular order.

[0026] In this document, the term "embodiment" means that a particular feature, structure, or characteristic described in connection with an embodiment may be included in at least one embodiment of this application. The appearance of this phrase in various places throughout the specification does not necessarily refer to the same embodiment, nor is it a separate or alternative embodiment mutually exclusive with other embodiments. It will be explicitly and implicitly understood by those skilled in the art that the embodiments described herein can be combined with other embodiments.

[0027] As shown in Figures 1-6, the present invention provides a steel grid wall structure with energy-dissipating components, including edge frame columns 1, edge frame beams 2, first grid members 3, ear plates 4, second grid members 5, and several low-elasticity, high-damping components. The edge frame columns 1 and edge frame beams 2 are connected to form a rectangular frame. The ear plates 4 are disposed on the inner side of the edge frame columns 1 and edge frame beams 2. The first grid members 3 and the second grid members 5 are connected to the ear plates 4 through connectors 41.

[0028] The frame and grid components can be fabricated as a whole in the factory or fabricated in sections and assembled on site. The ends of the grid components are connected to the ear plates 4 via connectors 41 to form a steel grid wall. The resulting steel grid wall structure has high lateral stiffness, good energy dissipation, flexible layout, and can be industrialized into finished products with high component precision. After construction, the structural wall thickness is small, the construction process is not easily affected by seasonal factors, and the construction period is significantly shortened; the wall has excellent performance, the construction operation at the connection with the floor slab is convenient, the structural integration is high, and it can effectively reduce the probability of floor slab cracking.

[0029] As shown in Figure 2, the first mesh component 3 and the second mesh component 5 are connected on both sides of the ear plate 4 in the thickness direction by the same connector 41.

[0030] As shown in Figure 3, the two ends of the first grid member 3 are connected to the ear plate 4 through the connector 41.

[0031] In this embodiment, the connector 41 may specifically be a bolt or a pin.

[0032] In this embodiment, the first mesh component 3 and the second mesh component 5 have the same structure, both being rigid components, such as steel pipes. The low-elasticity, high-damping component includes a disc spring component 51, a rubber product 52, and a damper 53.

[0033] As shown in Figure 4, the disc spring component 51 can be arranged at one end of the second grid member 5, which has energy-dissipating components, by welding or by bolts or pins. As shown in Figure 5, the rubber product 52 can be arranged at both ends of the second grid member 5 by welding or by bolts or pins. As shown in Figure 6, the damper 53 can be arranged in the middle of the second grid member 5 by welding or by bolts or pins.

[0034] Example 2 differs from Example 1 in that the mesh component is a flexible component, such as a cable. When the mesh component is flexible, the low-elasticity, high-damping components can only be connected to the second mesh component 5 via bolts or pins.

[0035] The placement of low-elasticity, high-damping components is independent of the rigidity / flexibility properties of the grid members, allowing for adaptation to grid members with varying stress requirements. When rigid members are selected, low-elasticity, high-damping components buffer node impacts, enhance structural ductility, and improve overall energy dissipation. When flexible members are selected, these components compensate for relaxation deformation under cyclic loads on the cables, providing continuous preload to the cables. Simultaneously, they continuously dissipate seismic energy during the cyclic tensioning process, compensating for the instability of lateral stiffness and lack of energy dissipation during the relaxation phase of purely flexible cables. This ensures that the steel grid wall structure achieves high lateral stiffness and excellent energy dissipation in both component types.

[0036] Example 3: This example is a flexible component adaptation example based on Example 2. When the first grid component 3 and the second grid component 5 are made of flexible components (such as high-strength cables), a low-elasticity, high-damping component is directly connected in series between the cable end and the ear plate 4. Simultaneously, a pre-tightening adjustment component is added at the middle of the cable. Specifically, a turnbuckle can be used as the pre-tightening adjustment component, with both ends connected to the cable body. The pre-tightening adjustment component precisely applies a constant initial pre-tightening force to the cable, ensuring that the cable remains taut under seismic cyclic loads. This eliminates the intermittent failure problem of traditional flexible cables under cyclic loads, characterized by "tension-relaxation," and avoids sudden fluctuations in the lateral stiffness of the wall. The low-elasticity, high-damping components continuously undergo hysteretic deformation to dissipate seismic energy during the reciprocating tensioning process of the cables. Simultaneously, they compensate for the slight relaxation deformation of the cables, further maintaining the pre-tension state of the cables. This ensures that the flexible mesh wall maintains stable and uniform lateral stiffness under reciprocating loads, achieving a unified performance of "flexible mesh - high stiffness - high energy dissipation." This fundamentally solves the problems of unstable lateral stiffness, lack of energy dissipation capacity under reciprocating loads, and easy relaxation failure of traditional flexible mesh walls.

[0037] Example 4 is an optimized version of the graded energy dissipation based on Example 1. Based on Example 1, targeted stiffness gradient design is carried out for three types of low-elasticity, high-damping components: the butterfly spring component 51, the rubber product 52, and the damper 53. Combined with the differences in the installation positions of the three types of components, a purely mechanical passive graded energy dissipation under seismic load is achieved. No additional electrical control components, sensing elements, or external drive devices are required throughout the process. The graded triggering can be automatically triggered by the force transmission of the structure itself, which is suitable for the needs of building projects with various seismic fortification intensities.

[0038] In this embodiment, the stiffness and activation threshold of the three types of energy-consuming components are set in a gradient order: the rubber product 52 has the lowest stiffness and the lowest corresponding activation displacement and force threshold, and is set as the first-level energy-consuming component. It is installed at the node connection between the two ends of the second grid component 5 and the ear plate 4, and directly bears the initial node load; the butterfly spring component 51 has medium stiffness and a higher activation threshold than the rubber product 52, and is set as the second-level energy-consuming component. It is installed at the end of the second grid component 5; the damper 53 has the highest stiffness and the highest activation threshold, and is set as the third-level energy-consuming component. It is installed in the middle of the second grid component 5.

[0039] When the structure encounters a minor earthquake load, the lateral displacement and stress are relatively small, only reaching the activation threshold of the first-level energy dissipation component. At this time, only the rubber component 52 undergoes shear and compressive plastic deformation to dissipate the energy of the minor earthquake. The spring component 51 and the damper 53 do not reach the activation threshold and remain rigid, maintaining the initial lateral stiffness of the structure and preventing fatigue damage to the main components caused by frequent minor earthquakes. When the structure encounters a moderate earthquake load, the lateral displacement and stress gradually increase, exceeding the energy dissipation limit of the rubber component 52 alone. The load is transferred along the components to the second-level energy dissipation component. The spring component 51 undergoes reciprocating deformation under compression, realizing energy storage and release, forming a dual synergistic energy dissipation with the rubber component 52, while compensating for the overall stiffness of the structure. When the lateral displacement of the structure increases too rapidly, the damper 53 has not yet reached the activation threshold and remains in standby mode. When the structure encounters a major earthquake load, the lateral displacement and stress of the structure increase significantly, reaching the activation threshold of the third-level energy dissipation component. The damper 53 then activates and enters the full-condition energy dissipation state. The three types of energy dissipation components work synchronously and collaboratively. Through the triple action of shear energy dissipation of rubber products, hysteretic energy dissipation of butterfly spring components, and damping energy dissipation of the damper, the energy input from the earthquake is significantly dissipated, maximizing the protection of the main body edge frame and grid components from plastic failure. This achieves the graded seismic resistance goal of "energy dissipation and structural protection in small earthquakes, stiffening and stabilization in moderate earthquakes, and energy dissipation and safety in large earthquakes." Compared with the simple superposition of energy dissipation components in the existing technology, this has outstanding substantive features and significant technological progress.

[0040] The above embodiments are only used to illustrate the technical solutions of the present invention, and are not intended to limit the scope of protection of the invention. Obviously, the described embodiments are only some embodiments of the present invention, not all embodiments. Based on these embodiments, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention. Although the present invention has been described in detail with reference to the above embodiments, those skilled in the art can still combine, add, delete, or otherwise adjust the features of the various embodiments of the present invention according to the circumstances without conflict or creative effort, thereby obtaining different technical solutions that do not fundamentally depart from the concept of the present invention. These technical solutions also fall within the scope of protection of the present invention.

Claims

1. A steel grid wall structure with energy-dissipating components, characterized in that: It includes edge frame columns (1), edge frame beams (2), grid members, ear plates (4), and low elasticity high damping components. The edge frame columns (1) and edge frame beams (2) are connected to form a frame. The ear plates (4) are located inside the edge frame columns (1) and edge frame beams (2) and are used to connect the grid members. The low elasticity high damping components are located on the grid members.

2. The steel grid wall structure with energy-dissipating components according to claim 1, characterized in that: The mesh component includes a first mesh component (3) and a second mesh component (5), and the low-elasticity, high-damping component is mounted on the second mesh component (5).

3. A steel grid wall structure with energy-dissipating components according to claim 2, characterized in that: The first mesh member (3) and the second mesh member (5) are alternately connected on both sides of the ear plate (4) in the thickness direction.

4. A steel grid wall structure with energy-dissipating components according to claim 1, characterized in that: The grid components can be selected as rigid or flexible structures.

5. A steel grid wall structure with energy-dissipating components according to claim 1, characterized in that: The low-elasticity, high-damping component is welded to or detachably connected to the grid component.

6. A steel grid wall structure with energy-dissipating components according to claim 1, characterized in that: The low-elasticity, high-damping component can be positioned in the middle, at both ends, or at one end of the grid component.

7. A steel grid wall structure with energy-dissipating components according to claim 1, characterized in that: The low-elasticity, high-damping component is one or more of a disc spring component (51), a rubber product (52), and a damper (53).

Images